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FL <br /> ICII <br /> i . . S ', + <br /> '""t t L IF I t• J.F.- :� <br /> z t c - . w. v IF F <br /> u.s . = <br /> The Engineer will consider any marked variations from original test data <br /> for a mix design or any evidence of inadequate field performance of a mix design as sufficient <br /> evidence that the properties of the mix design have changed, and the Engineer will no longer <br /> allow the use of the mix design. <br /> 334-3 . 2 . 2 Mixture Gradation Requirements : Combine the coarse and fine <br /> aggregate in proportions that will produce an asphalt mixture meeting all of the requirements <br /> defined in this specification and conform to the gradation requirements at design as defined in <br /> AASHTO M323 - 07, Table 3 . Aggregates from various sources may be combined. <br /> 334-3 . 2 .2 . 1 Mixture Gradation Classification : Plot the combined <br /> mixture gradation on an FHWA 0 . 45 Power Gradation Chart . Include the Control Points from <br /> AASHTO M323 - 07 , Tab1e-3 , as well as the Primary Control Sieve (PCS ) Control Point from <br /> AASHTO M323 - 07 , Table 4 . Coarse mixes are defined as having a combined aggregate <br /> gradation that passes below the primary control sieve control point and below the maximum <br /> density line for all sieve sizes smaller than the primary control sieve . Fine mixes are defined as <br /> having a gradation that passes above the primary control sieve control point and above the <br /> maximum density line for all sieve sizes smaller than the primary control sieve and larger than <br /> the # 100 sieve . Use a fine mix for Traffic Levels A through C ; use either a coarse mix or fine <br /> mix for Traffic Levels D and E . <br /> 334-3 .2 .3 Aggregate Consensus Properties : For Traffic Level C through E <br /> mixtures , meet the following consensus properties at design for the aggregate blend . <br /> Aggregate consensus properties do not apply to Traffic Level A and B mixtures . <br /> 334-3 .2 .3 . 1 Coarse Aggregate Angularity . When tested in accordance <br /> with ASTM D 5821 , meet the percentage of fractured faces requirements specified in <br /> AASHTO M 323 -07 , Table 5 . <br /> 334-3 .2 .3 . 2 Fine Aggregate Angularity : When tested in accordance with <br /> AASHTO T 304 , Method A, meet the uncompacted void content of fine aggregate specified in <br /> AASHTO M 323 -07 , Table 5 . <br /> 334-3 .2 .3 .3 Flat and Elongated Particles : When tested in accordance <br /> with ASTM D 4791 , (with the exception that the material passing the 3 /8 inch sieve and retained <br /> Ri <br /> on the No . 4 sieve shall be included), meet the requirements specified in AASHTO M 323 -07 , <br /> Table 5 . Measure the aggregate using the ratio of 5 : 1 , comparing the length (longest dimension) <br /> to the thickness (shortest dimension) of the aggregate particles . <br /> 334-3 .2 .3 .4 Sand Equivalent : When tested in accordance with <br /> AASHTO T 176 , meet the sand equivalent requirements specified in AASHTO M 323 -07 , <br /> Table 5 , <br /> 334-3 .2 .4 Gyratory Compaction : Compact the design mixture in accordance <br /> with AASHTO T 312 -08 , with the following exception : use the number of gyrations at Naesign as <br /> defined in Table 334- 3 . Measure the inside diameter of gyratory molds in accordance with FM 5 - <br /> 585 . <br /> Table 334- 3 <br /> Gyratory Compaction Requirements <br /> Traffic Level Ndesi Number of Gyrations <br /> A 50 <br /> B 65 <br /> C 75 <br /> - 86 - <br /> FPID ( S ) : 4231864 - 58 - 01 <br />